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Home My WebLink AboutWINDLOAD CALCULATION0-15 Exp. C For: J. M. Stewart Purchase Order No.: 41095 Footer OK Sign Type & Name: TekStar Column Ok Drawing Number: 860109-lA-s Bolts Tension Ok Date: 8/25/2015 Variables: Bolts Shear Ok Approx. Sign Wt. 2500 lbs. Footer: 1 Columns: 2 Ultimate Wind Spee 150 mph diameter 0 ft. dt 0 Wind Speed 150.0 mph length L: 8 ft. do 0.00 Directionality Kd 0.85 width W: 3.25 1 ft. b = 5 in Exposure K, 0.85 Height H: 4.33 ft. d = 5 in Topographical Kit 1.00 Depth D: 4 Importance Factor* 1.00 Bolts: Spacing: 9 in. c/I h = 4.625 in Gust Effect G 0.85 Qty: 2 k = 4.625 in Yield Strength (psi): 46000 Dia.: 0.611985 inA2 w = 0.188 in Velocity Pressure:' qZ 0.00256KZKZtKdV2 Area 1 Area 2 Area 3 Totals Velocity Pressure:' 41.62 Area: height 9.31 3.50 40.00 5.00 0.00 0.00 P= F(n) 2136.733 # Col. 1 n 1.0 Width 2.66 8.00 0.00 2 0.7 Structural Material: 46000 Cf 1.75 1.75 1.75 3 0.5 centroid 1.75 6.00 8.50 5.20 ft. Steel Fb = 46,000 psi wind pressure 61.90 61.90 61.90 Alum. Fb= 35,000 psi wind force 576.32 2476.15 0.00 3052.48 Ibs Allowable Lateral 400.00 Moment 1008.57 14856.91 0.00 15 665.48 Ib-in S = Lateral Soil Pressure 533.33 psf Allowable Soil Load 2000 psf Ratios: As ect 1.60 Depth of Footing: non -constrained d = .6A(1+(1+(4.3h/A))12) Clearence 0.59 3.82 1 From ASCE 7-10 Fig. 29.4-1 constrained d= 4.25 (M8/S3 b ) 2.21 Weight of Footing: Wf = 150*A*D A= 2.34P/(Stb) 16900 Ibs 1.55 Constrained No Yes Bearing Area: A = 26.00 sq. ft. Footer Size OK OK Weight of Footing and Sign: WsF wAH + Ws Factor ofSafety 1.0 1.8 WsF 19400lbs Soil Pressure: I Ps = 746.15 psf Soil Pressure OK Moment about (a) Ma: Me = (F,D,+F2D2+F3D3) Factor of Safety 1 2.7 Ma = 15865.48 ft-Ibs Mc = Ma/n - --- Mc = 11106.8 ft-Ibs Column Design: Section Required: Sx = Sx = Mc/Fb 2.897175 inA3 Assumes footing rigid subjecting column to bending stresses Moment of Inertia: I = 13.95343 inA4 Column Analysis: Section Designed: Sx = I/c Sx= 5.581372 inA3 Column Ok Anchor Bolts: In Tension F = F = Mc/L/n 7403.891 Ibs Factor of Safety 1.9 Bolt Yield Strength 64000 S = F/Ab Upward force on bolts In Shear S = 6049.074 Ibs/inA2 Bolt Yield Strength 55000 S = P/nAb sion Ok Calculations conform to ACSE 7 and FBC 2014 Notes: 1. From ASCE7 29.3-1 2. Structural Tubing ASTM A500 Grade B. 3. Bolts are ASTM Concrete strength 2500 psf minimum. 5. Steel Pipe - ASTM A53 Grade B: 6. Steel Plates and Bares ASTM A36 7. Structural Steel Wide Flange and WT shapes ASTM A992 or ASTM A572 Grade 50 S = 1307.65 Safety 10.6 ear Ok Safety 42.1A307.4. MFactor Ernv n` SCANNED Florida New York #063279-1279-1 BY St Lucie County John Francis Barrett, PE \\HOME-OFFICE\Public\Barrett\Wind Loading\JM Stewart 8259 Barton Farms Blvd. 41095.xis ---------------- Sarasota, FL 34240 John F. Barrett, PE Page 1 of 1 8/25/2015